Silt dredging vacuum preloading method, device, equipment, system and medium

Abstract

The invention relates to a dredged sludge vacuum preloading method, device, equipment, system and medium, in particular to the technical field of dredged sludge vacuum preloading, by obtaining a parameter data set of dredged sludge to be subjected to vacuum preloading operation, a vacuum preloading radial consolidation equation of dredged sludge is established according to the parameter data set, and the vacuum preloading radial consolidation equation of dredged sludge is obtained; the radial consolidation degree of the dredged sludge is obtained through calculation of a vacuum preloading radial consolidation equation, vacuum preloading pressure is obtained through calculation according to the radial consolidation degree, vacuum preloading operation is conducted on the dredged sludge according to the vacuum preloading pressure, and the radial consolidation degree of the dredged sludge is obtained through the set radial consolidation equation. The vacuum preloading pressure is calculated and obtained according to the radial consolidation degree, the vacuum preloading operation is performed according to the vacuum preloading pressure, and the vacuum preloading pressure required by the vacuum preloading operation does not need to be judged depending on an empirical method. And the defects of resource waste and non-ideal pre-pressing effect caused by inaccurate judgment when the vacuum pre-pressing pressure is judged by an empirical method do not exist.

Description

Technical Field

[0001] The present invention relates to the technical field of vacuum preloading of dredged sludge, and in particular to a vacuum preloading method, device, equipment, system and medium for dredged sludge. Background Art

[0002] With the continuous advancement of science and technology, dredged sludge treatment technology is gradually developing towards more efficient and environmentally friendly methods. In dredging projects, because sludge contains large amounts of water and organic matter, direct landfill or disposal poses significant environmental risks and wastes resources. Therefore, the use of vacuum preloading technology for sludge treatment has become a major research topic in recent years. By reducing pore water pressure, promoting soil consolidation, and improving sludge strength and stability, vacuum preloading technology provides an effective approach for subsequent land reclamation and resource utilization, becoming a key technology in sponge city construction and ecological restoration projects.

[0003] At present, the vacuum preloading treatment process for dredged sludge is generally carried out empirically, using a vacuum pump to continuously extract the pore water from the sludge layer, thereby reducing the water content in the sludge. Many projects use standardized equipment and processes for large-scale treatment, and usually configure monitoring instruments to monitor the consolidation of the sludge in real time. However, due to the different geological and physical properties of the sludge, standardized processes sometimes lead to poor preloading effects. In addition, the development of computing technology has enabled some projects to begin to try to apply simple mathematical models to preloading systems in order to improve the scientificity and accuracy of the treatment. It can be seen that in the existing technology, when performing vacuum preloading operations on dredged sludge, the general empirical method is difficult to cope with the complex and changeable sludge characteristics, which may result in waste of resources or unsatisfactory preloading effects. Summary of the Invention

[0004] The main purpose of the present invention is to propose a vacuum preloading method, device, equipment, system and medium for dredged sludge, aiming to solve the technical problem in the related art that when performing vacuum preloading operations on dredged sludge, the general empirical method is difficult to cope with the complex and changeable sludge characteristics, which may cause waste of resources or unsatisfactory preloading effects.

[0005] To achieve the above object, the present invention proposes a vacuum preloading method for dredged sludge, comprising the following steps:

[0006] Obtain a parameter data set of the dredged sludge to be vacuum preloaded; wherein the parameter data set includes the vertical strain ε, volume compression coefficient m of the dredged sludge v , average excess pore pressure at any depth and duration t;

[0007] The vacuum preloading radial consolidation equation of the dredged sludge is established according to the parameter data set; wherein the vacuum preloading radial consolidation equation is expressed by Formula 1, which is:

[0008]

[0009] The radial consolidation degree of the dredged sludge is calculated using the vacuum preloading radial consolidation equation;

[0010] Calculating and obtaining the vacuum preloading pressure according to the radial consolidation degree;

[0011] The dredged sludge is vacuum preloaded according to the vacuum preload pressure.

[0012] In one embodiment, the step of obtaining a parameter data set of the dredged sludge to be subjected to vacuum preloading operation includes:

[0013] The vertical strain ε and the volume compression coefficient m of the dredged silt are collected respectively. v and duration t;

[0014] According to the obtained permeability coefficient of the clogging area of the dredged silt, an excess pore static pressure equation of the clogging area is established; wherein the excess pore static pressure equation is expressed by Formula 2, which is:

[0015]

[0016] γ w is the soil weight, p(z) is the vacuum degree at any depth; k h is the permeability coefficient at depth h; r h is the radius of influence of the siltation area, μ is a constant;

[0017] The excess pore pressure equation is used to calculate the excess pore pressure of the blocked area to obtain the parameter data set.

[0018] In one embodiment, the step of establishing the excess pore pressure equation of the blocked area based on the obtained permeability coefficient of the blocked area of the dredged silt comprises:

[0019] According to the obtained permeability coefficient of the clogging area of the dredged silt, the vacuum degree at any depth of the clogging area is obtained; wherein the vacuum degree is expressed using Formula 3, which is:

[0020]

[0021] p0 is the vacuum pressure at the top of the clogging area, k1 is the permeability coefficient, z is the depth value at any depth, and H is the depth of the clogging area;

[0022] An excess pore static pressure equation for the blockage area is established based on the obtained vacuum degree at any depth.

[0023] In one embodiment, the step of calculating the excess pore pressure of the blocked area using the excess pore pressure equation to obtain the parameter data set includes:

[0024] Combined with the set boundary conditions, the excess pore static pressure of the clogging area is calculated using the excess pore static pressure equation; wherein the boundary conditions are expressed using Formula 4, which is:

[0025]

[0026] In one embodiment, the step of calculating and obtaining the vacuum preload pressure according to the radial consolidation degree includes:

[0027] According to the radial consolidation degree, the average consolidation degree of the dredged sludge is calculated using Formula 5; wherein the Formula 5 is:

[0028]

[0029] is the average radial consolidation degree, u0 is the initial moment value, u t is the time t Value, u ∞ For the infinite moment value;

[0030] The vacuum preloading pressure is calculated and obtained according to the average consolidation degree.

[0031] In one embodiment, the step of performing vacuum preloading on the dredged sludge according to the vacuum preloading pressure includes:

[0032] A vertical drainage board is provided in the dredged sludge, and the dredged sludge is vacuum preloaded by the vertical drainage board according to the vacuum preload pressure.

[0033] Based on the same technical concept, in a second aspect, the present invention further proposes a dredged sludge vacuum preloading device, comprising:

[0034] The data set acquisition module is used to acquire the parameter data set of the dredged sludge to be vacuum preloaded; wherein the parameter data set includes the vertical strain ε, volume compression coefficient m of the dredged sludge v , average excess pore pressure at any depth and duration t;

[0035] An equation building module is used to establish a vacuum preloading radial consolidation equation for the dredged sludge based on the parameter data set; wherein the vacuum preloading radial consolidation equation is expressed by Formula 1, which is:

[0036]

[0037] A radial consolidation degree solving module, configured to calculate the radial consolidation degree of the dredged sludge using the vacuum preloading radial consolidation equation;

[0038] A preloading pressure output module, configured to calculate and obtain the vacuum preloading pressure according to the radial consolidation degree;

[0039] An operation control module is used to perform vacuum preloading operation on the dredged sludge according to the vacuum preloading pressure.

[0040] Based on the same technical concept, in the third aspect, the present invention also proposes a dredged sludge vacuum preloading device, which includes a processor and a memory, and a dredged sludge vacuum preloading program is stored on the memory. When the dredged sludge vacuum preloading program is executed by the processor, the dredged sludge vacuum preloading method described in the first aspect is implemented.

[0041] Based on the same technical concept, in a fourth aspect, the present invention further proposes a dredged sludge vacuum preloading system, comprising:

[0042] The dredged sludge vacuum preloading equipment according to the third aspect; and

[0043] A plastic drain board is inserted into the dredged sludge to be vacuum preloaded, and the dredged sludge vacuum preload equipment can apply the vacuum preload pressure to the plastic drain board to perform the vacuum preload operation.

[0044] Based on the same technical concept, in the fifth aspect, the present invention also proposes a computer-readable storage medium, on which a computer program is stored. When the computer program is executed by one or more processors, the dredged sludge vacuum preloading method described in the first aspect is implemented.

[0045] The technical solution of the present invention obtains a parameter data set of the dredged sludge to be vacuum preloaded, establishes a vacuum preloading radial consolidation equation of the dredged sludge based on the parameter data set, calculates the radial consolidation degree of the dredged sludge using the vacuum preloading radial consolidation equation, calculates and obtains the vacuum preloading pressure based on the radial consolidation degree, and performs vacuum preloading on the dredged sludge according to the vacuum preloading pressure. When used, the present invention can obtain the radial consolidation degree of the dredged sludge by using the set radial consolidation equation, calculate and obtain the vacuum preloading pressure based on the solved radial consolidation degree, and perform vacuum preloading according to the vacuum preloading pressure. As a result, the present invention can cope with complex and changeable sludge characteristics based on specific numerical values when used, and there is no need to rely on empirical methods to determine the vacuum preloading pressure required for the vacuum preloading operation. There is no defect of wasting resources and unsatisfactory preloading effect due to inaccurate judgment when determining the vacuum preloading pressure by the empirical method. BRIEF DESCRIPTION OF THE DRAWINGS

[0046] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on the structures shown in these drawings without paying any creative work.

[0047] Figure 1 A flow chart of the vacuum preloading method for dredged sludge provided by the present invention;

[0048] Figure 2 for Figure 1 Flowchart of step S100 in the example;

[0049] Figure 3 for Figure 2 Flowchart of arrangement S120 of the example in FIG.

[0050] Figure 4 for Figure 1 Flowchart of step S400 in the example;

[0051] Figure 5 This is a schematic structural diagram of a vacuum preloading device for dredged sludge according to an example of the present invention;

[0052] Figure 6 The vacuum preloading calculation model of the present invention is an example;

[0053] Figure 7 This is the result of the influence of the maximum radius of the clogging area on the consolidation degree according to the example of the present invention;

[0054] Figure 8This is the result of the influence of the attenuation coefficient of the siltation area on the consolidation degree according to the example of the present invention;

[0055] Figure 9 This is the result of the effect of the clogging coefficient on the consolidation degree according to the example of the present invention;

[0056] Figure 10 The results of the influence of the maximum volume compression coefficient of dredged sludge on the degree of consolidation are given in the example of the present invention;

[0057] Figure 11 This is the result of the influence of the radius of the plastic drainage board on the consolidation degree according to the example of the present invention;

[0058] Figure 12 This is the result of the influence of the permeability coefficient of the non-clogging area of dredged silt on the consolidation degree according to the example of the present invention.

[0059] The purpose, features and advantages of the present invention will be further described with reference to the accompanying drawings and in conjunction with the embodiments. DETAILED DESCRIPTION

[0060] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making any creative efforts shall fall within the scope of protection of the present invention.

[0061] It should be noted that if the embodiments of the present invention involve directional indications (such as up, down, left, right, front, back, etc.), the directional indications are only used to explain the relative position relationship, movement status, etc. between the components under a certain specific posture. If the specific posture changes, the directional indications will also change accordingly.

[0062] In addition, if there are descriptions involving "first", "second", etc. in the embodiments of the present invention, the descriptions of "first", "second", etc. are only for descriptive purposes and cannot be understood as indicating or suggesting their relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features limited to "first" and "second" may explicitly or implicitly include at least one of such features. In addition, if "and / or" or "and / or" appears in the full text, its meaning includes three parallel solutions. Taking "A and / or B" as an example, it includes solution A, solution B, or solutions that satisfy both A and B. In addition, the technical solutions between the various embodiments can be combined with each other, but it must be based on the ability of ordinary technicians in this field to implement. When the combination of technical solutions is mutually contradictory or cannot be implemented, it should be deemed that such a combination of technical solutions does not exist and is not within the scope of protection required by the present invention.

[0063] The invention provides a vacuum preloading method for dredged sludge.

[0064] See also Figures 1 to 12 In one embodiment of the present invention, the vacuum preloading method for dredged sludge comprises the following steps:

[0065] S100, obtaining a parameter data set of the dredged sludge to be vacuum preloaded; wherein the parameter data set includes the vertical strain ε, volume compression coefficient m of the dredged sludge v , average excess pore pressure at any depth and duration t.

[0066] The main execution unit of this embodiment is the control device of the dredged mud vacuum preloading system. This control device is communicatively connected to the vacuum pump equipment, pressure detection device, and geotechnical parameter monitoring system. In addition, the control device can also be connected to the field data acquisition terminal to receive real-time geotechnical parameters acquired by the acquisition terminal.

[0067] Specifically, in this embodiment, the parameter data set includes the vertical strain ε of the dredged silt, the volume compression coefficient m v , average excess pore pressure at any depth m v The control device obtains these parameters through the on-site data acquisition terminal, among which the vertical strain ε is obtained by measuring the ratio of the vertical deformation of the silt to the original silt thickness through the displacement sensor; the volume compression coefficient m v Determined by laboratory consolidation test; average excess pore pressure m v It is obtained by measuring the pore water pressure gauges buried at different depths; the time length t is recorded by the system clock to record the duration of the preloading process.

[0068] S200. Establishing a vacuum preloading radial consolidation equation for the dredged sludge based on the parameter data set; wherein the vacuum preloading radial consolidation equation is expressed using Formula 1, which is:

[0069]

[0070] After obtaining the parameter data set, the control device will establish the vacuum preloading radial consolidation equation based on this data. In this embodiment, the vacuum preloading radial consolidation equation is expressed by Formula 1:

[0071] This equation expresses the relationship between the time-varying rate of vertical strain of silt and the time-varying rate of average excess pore pressure, which is expressed by the volume compressibility coefficient m. v The physical meaning of this equation is that as the excess pore pressure dissipates (negative ), the soil undergoes compression deformation (positive ), and the proportional relationship between these two rates of change is determined by the volume compression coefficient m v Decide.

[0072] The control device will discretize the continuous differential equation based on the pore water pressure data collected at different depths, combined with numerical calculation methods (such as the finite difference method), to establish a computable mathematical model.

[0073] S300: Calculate the radial consolidation degree of the dredged sludge using the vacuum preloading radial consolidation equation.

[0074] After establishing the vacuum preloading radial consolidation equation, the control device uses a numerical calculation method to solve the equation and calculate the radial consolidation degree of the dredged silt.

[0075] Specifically, the control device first numerically discretizes the equation, and then calculates the strain change and excess pore pressure change at each depth of the silt in each time step using a time-stepping method based on the initial conditions and boundary conditions.

[0076] S400: Calculate and obtain vacuum preloading pressure according to the radial consolidation degree.

[0077] After obtaining the radial consolidation degree, the control device will reversely calculate the required vacuum preloading pressure based on the target consolidation degree and expected processing time required by the project.

[0078] Specifically, the control device first determines the target consolidation degree (such as 90%) and expected completion time (such as 30 days) required for the project, and then determines the minimum vacuum preloading pressure value that can achieve the target consolidation degree within the expected time through iterative calculation.

[0079] S500: performing vacuum preloading operation on the dredged sludge according to the vacuum preloading pressure.

[0080] After determining the optimal vacuum preload pressure, the control device will control the vacuum pump equipment to perform preload operations according to this pressure value. The specific operations include:

[0081] First, a drainage system is laid in the dredged sludge dump, including a horizontal drainage layer and a vertical drainage well; then a sealing membrane is laid to ensure the formation of a closed system; then, the control device starts the vacuum pump and gradually adjusts the vacuum degree to the optimal pressure value (such as 80kPa) calculated in step S400; during the preloading process, the control device continuously monitors parameters such as vacuum degree, settlement amount and pore water pressure, and fine-tunes the vacuum pump operating parameters based on real-time monitoring data to ensure that the vacuum preloading pressure always remains near the optimal value; finally, when it is monitored that the sludge consolidation degree reaches the target value, the control device will gradually reduce the vacuum degree and finally complete the preloading operation.

[0082] In this embodiment, a parameter data set of the dredged sludge to be vacuum preloaded is obtained, a vacuum preloading radial consolidation equation of the dredged sludge is established based on the parameter data set, the radial consolidation degree of the dredged sludge is calculated using the vacuum preloading radial consolidation equation, the vacuum preloading pressure is calculated and obtained based on the radial consolidation degree, and the dredged sludge is vacuum preloaded according to the vacuum preloading pressure. When used, the present invention can obtain the radial consolidation degree of the dredged sludge by using the set radial consolidation equation, and then calculate and obtain the vacuum preloading pressure based on the solved radial consolidation degree, and perform the vacuum preloading operation according to the vacuum preloading pressure. As a result, when used, the present invention can cope with complex and changeable sludge characteristics based on specific numerical values, and there is no need to rely on empirical methods to determine the vacuum preloading pressure required for the vacuum preloading operation. There is no defect of wasting resources and unsatisfactory preloading effect due to inaccurate judgment when determining the vacuum preloading pressure by the empirical method.

[0083] In one embodiment, step S100 includes:

[0084] S110, respectively collecting the vertical strain ε of the dredged sludge and the volume compression coefficient m v and duration t.

[0085] Specifically, in step S110, this embodiment collects key physical parameters of the dredged sludge using on-site monitoring equipment. The control system is connected to various geotechnical instruments, including settlement plates, pressure sensors, and compression instruments, to obtain real-time physical state data of the sludge.

[0086] Vertical strain ε is measured using displacement sensors mounted on the settlement plate and connected to the data acquisition system. By recording the ratio of the change in silt layer thickness to its initial thickness, an accurate vertical strain value can be derived. For example, if a settlement of 0.25 meters is measured for a silt layer initially 5 meters thick, the vertical strain ε is 0.05. This data is transmitted in real time via a sensor network to the control system for recording and analysis.

[0087] Volume compression coefficient m v It is an important indicator to characterize the volume change characteristics of soil under stress. Its collection needs to be combined with on-site compression test and laboratory test. The control system obtains stress data under different loads through pressure sensors, and combines the settlement monitoring results to calculate the stress data according to m v =Δε / Δσ' (where Δε is the strain increment and Δσ' is the effective stress increment). In practical applications, the volume compressibility coefficient generally decreases with increasing pressure, so it is necessary to measure at multiple pressure levels to obtain a more accurate compression characteristic curve.

[0088] The duration t is recorded using the system's built-in clock function, starting from the start of preloading and accumulating in days. The control system stores these collected parameters in a database, providing basic data support for subsequent calculations.

[0089] S120. Establish an excess pore pressure equation for the clogging area based on the obtained permeability coefficient of the dredged silt. The excess pore pressure equation is expressed using Formula 2, which is:

[0090]

[0091] γ w is the soil weight, p(z) is the vacuum degree at any depth; k h is the permeability coefficient at depth h; r h is the influence radius of the clogging area, and μ is a parameter.

[0092] S130. Calculate the excess pore pressure of the blocked area using the excess pore pressure equation to obtain the parameter data set.

[0093] Specifically, the control system first discretizes the continuous equations, dividing the silt layer into several computational units. It then iteratively calculates each unit using the finite difference method or the finite element method. During the calculation process, the system considers boundary conditions (such as surface vacuum and bottom undrainage conditions) and initial conditions (such as the initial pore water pressure distribution). By time-stepping, it calculates the excess pore pressure at each depth at each time step.

[0094] In one embodiment, step S120 includes:

[0095] S121. Obtain a vacuum degree at any depth of the clogging area according to the obtained permeability coefficient of the dredged silt; wherein the vacuum degree is expressed using Formula 3, which is:

[0096]

[0097] p0 is the vacuum negative pressure at the top of the clogging area, k1 is the permeability coefficient, z is the depth value of any depth, and H is the depth of the clogging area.

[0098] In step S121 , this embodiment measures the permeability coefficient of the blocked area through field experiments, and sequentially obtains the vacuum degrees at different depths.

[0099] S122. Establishing an excess pore static pressure equation for the blockage area based on the obtained vacuum degree at any depth.

[0100] Specifically, in step S122, the control system uses the vacuum calculated at each depth, combined with parameters such as vertical strain, to establish an excess pore static pressure equation. This equation, formed through the combined effects of various parameters, describes the balance between the vertical deformation of the sludge and internal and external pressures. In this embodiment, the equation focuses on optimizing the engineering force sequence through a highly accurate combination of model parameters, thereby improving dredging efficiency.

[0101] In one embodiment, step S130 includes:

[0102] Combined with the set boundary conditions, the excess pore static pressure of the clogging area is calculated using the excess pore static pressure equation; wherein the boundary conditions are expressed using Formula 4, which is:

[0103]

[0104] In this step, this embodiment uses a control system combined with specific boundary conditions to accurately calculate the distribution of excess pore pressure within the blocked area. The vacuum and permeability coefficients calculated in the previous step are combined with the new boundary conditions to solve the equations, allowing for a deeper analysis of the actual impact of excess pore pressure.

[0105] In one embodiment, step S400 includes:

[0106] S410. Calculate the average consolidation degree of the dredged sludge according to the radial consolidation degree using Formula 5; wherein Formula 5 is:

[0107]

[0108] is the average radial consolidation degree, u0 is the initial moment value, u t is the time t Value, u ∞ For the infinite moment value.

[0109] S420: Calculate and obtain the vacuum preloading pressure according to the average degree of consolidation.

[0110] In one embodiment, step S500 includes:

[0111] A vertical drainage board is provided in the dredged sludge, and the dredged sludge is vacuum preloaded by the vertical drainage board according to the vacuum preload pressure.

[0112] In some exemplary embodiments, the method of the present invention may be performed as follows:

[0113] Establish as Figure 6 The vacuum preloading calculation theoretical model considering the clogging effect is shown in the figure. The vacuum negative pressure applied on the top of the plastic drainage board (hereinafter referred to as PVD) is p0, which decays linearly along the depth with a decay coefficient of k1. The vacuum negative pressure at the end position is p0k1. The treatment depth of PVD, that is, the thickness of dredged silt, is H. The PVD permeability coefficient, equivalent drainage radius and influence zone radius are k respectively. w 、r w and r h Under the action of vacuum pressure, the pore water in the dredged silt within the PVD influence range will seep radially toward the PVD. During this process, fine particles will also migrate toward the PVD under the action of vacuum pressure, thus forming a clogging area around the PVD. Due to the vertical attenuation of the vacuum degree, the range of the clogging area formed also decreases with depth. For simplicity, it is assumed that the radius of the clogging area is determined by the surface position k. smax k2k decreases linearly to the end position smax , the attenuation coefficient is k2, and the radius of the clogging area at any depth is r s (z). Due to the existence of the clogging effect, the radial permeability coefficient of the clogging area is smaller than that of the non-clogging area, and the closer to the PVD, the smaller the permeability coefficient. The permeability coefficient at any position is expressed as k s (r) indicates that the outer area of the siltation area is the non-siltation area, and the radial permeability coefficient is k h .

[0114] The following basic assumptions are made during the analysis: Assumption 1: The soil has no lateral deformation and the vertical deformation at any point at the same depth is equal;

[0115] Assumption 2: Only radial seepage is considered, and the seepage under negative pressure conditions obeys Darcy's law;

[0116] Assumption 3: The area below the calculation depth and outside the influence radius of the vertical drainage board is impermeable;

[0117] Assumption 4: The vertical drainage board, the silted area, and the non-silted area have the same properties except for the different permeability coefficients;

[0118] Assumption 5: The vacuum degree decays linearly along the vertical direction, and the range of the blockage area decreases linearly along the depth.

[0119] Based on the above assumptions, the radial consolidation equation of vacuum preloading of dredged silt is expressed as:

[0120]

[0121] Where: ε and m v represent the vertical strain and volume compressibility of dredged silt, respectively; is the average excess pore pressure at any depth within the PVD influence range when only radial seepage is considered, and t is time.

[0122] according to Figure 6 , the vacuum degree at any depth can be expressed as:

[0123]

[0124] The radius of the clogging area at any depth can be expressed as:

[0125]

[0126] Assume that the permeability coefficient of the silted area is determined by k h The permeability coefficient at any position in the clogging area can be expressed as follows:

[0127]

[0128] Where: k0 is the minimum value of the permeability coefficient in the silted area;

[0129] The boundary conditions are as follows:

[0130] At the outer boundary of the PVD affected area, there are:

[0131]

[0132] The excess pore pressure on the contact surface between PVD and the blocked area is equal, that is:

[0133]

[0134] The excess pore pressure on the contact surface between the blocked area and the non-blocked area is equal, that is:

[0135]

[0136] Where: u w 、u s (r,z) and u h (r, z) represent PVD, excess pore pressure in the blocked area and the non-blocked area, respectively.

[0137] On top of the PVD:

[0138] u w | z＝0 =-p0

[0139] On the PVD bottom:

[0140]

[0141] In some specific implementation processes, Darcy's law shows that the radial seepage rate through a cylindrical surface with a radius of r and a thickness of dz in time dt is:

[0142]

[0143] Where: dQ r is the radial seepage rate of the soil, k is the permeability coefficient. It should be pointed out that k here is a general term, and the permeability coefficients at different locations in the silted area and the non-silted area are different. w is the soil mass, u is the excess pore water pressure on the cylindrical surface, r w ≤r≤r h .

[0144] In the time dt, the radius is r to r h , the volume change of soil with thickness dz is:

[0145]

[0146] According to the equality of radial seepage rate and soil volume change, we can get:

[0147]

[0148] For r w ≤r≤r s (z) The clogging area within the range, Eq. It can be written as:

[0149]

[0150] And for r s (z)≤r≤r h In the non-blocked area within the range, equation It can be written as:

[0151]

[0152] On the contact surface between PVD and the blocked area, that is, r = r w At , the amount of water that seeps into the PVD through the cylindrical surface with a thickness of dz within the time dt is:

[0153]

[0154] The upward water flow increment of PVD within this thickness range can be expressed as:

[0155]

[0156] Where: q w It is the water flow capacity of PVD.

[0157] Since the amount of water seeping from the soil into the PVD is equal to the upward flow increment of the PVD, then:

[0158]

[0159] From the equation and the boundary condition equation u w | z＝0 =-p0 and The excess pore water pressure at the interface between the siltation area and the PVD can be obtained as:

[0160]

[0161] Where: is the well diameter ratio.

[0162] Pair equation Integrating both sides, we can get:

[0163]

[0164] Solving equations Combined with the equation We can get:

[0165]

[0166] Similarly, for equation Integrating both sides, we can get:

[0167]

[0168] Solving equations Combined with the equation and We can get:

[0169]

[0170] The average excess pore water pressure at a certain depth in dredged silt can be expressed as:

[0171]

[0172] Put the equation and

[0173] Substituting p(z) into the equation In the above equation, we can get:

[0174]

[0175] Because n 2 is relatively large, so for simplicity, ignoring the higher-order terms, μ can be approximately expressed as:

[0176]

[0177] According to the equation It can be further written as follows:

[0178]

[0179] Where: T h is the time factor, which can be expressed as:

[0180]

[0181] Furthermore, the average radial consolidation degree can be obtained as:

[0182]

[0183] Where: u0, u t and u ∞ Corresponding to the initial moment, moment t and infinite moment respectively value.

[0184] The overall average consolidation degree U of dredged sludge within the PVD treatment depth range T It can be expressed as:

[0185]

[0186] The influence of the maximum radius of the siltation area on the consolidation degree of soil is as follows: Figure 7 As shown in the figure, after vacuum negative pressure is applied, the degree of consolidation of the soil gradually increases with time, and the rate of increase gradually slows, indicating that the soil consolidation rate is gradually decreasing. The permeability coefficient of the siltation zone formed around the PVD during vacuum preloading of dredged sludge is significantly lower than that of the surrounding non-siltation zone, resulting in a slower pore water seepage rate. Therefore, as the maximum radius of the siltation zone increases, the degree of consolidation of the soil decreases at the same time, indicating that the soil consolidation rate is gradually slowing down. In addition, in the early stages of consolidation, the slope of the consolidation curve decreases significantly with the increase of the maximum radius of the siltation zone, indicating that the influence of the maximum radius of the siltation zone on the soil consolidation rate is more obvious in the early stages of consolidation. For example, at a consolidation time of 25 days, the corresponding consolidation degrees for an increase in the maximum siltation zone radius from 5 cm to 15 cm are 59.91%, 42.46%, 33.43%, 27.91%, and 24.16%, respectively. When the consolidation time is 100 days, the consolidation degree corresponding to the maximum siltation area radius of 5 cm is 97.32%, and the soil has basically completed consolidation. At this time, the consolidation degree corresponding to the maximum siltation area radius of 15 cm is only 66.56%, indicating that the siltation effect during the vacuum preloading process of the dredged silt site will significantly affect the treatment effect. Appropriate measures should be taken in actual projects to minimize the siltation effect.

[0187] The influence of the attenuation coefficient of the siltation area on the consolidation degree of soil is as follows: Figure 8As shown, an attenuation coefficient of 1 means that the radius of the bottom and top of the siltation zone is the same. As the attenuation coefficient of the siltation zone increases, the corresponding degree of consolidation at the same time gradually decreases. In the early stages of consolidation, the attenuation coefficient has little effect on the degree of consolidation of the soil. As time goes by, the influence of the attenuation coefficient of the siltation zone gradually becomes more significant. When the consolidation time is 100 days, as the attenuation coefficient increases from 0.2 to 1, the degree of consolidation decreases from 89.37% to 72.52%. The larger the attenuation coefficient, the smaller the difference between the minimum and maximum radii of the siltation zone. In other words, the larger the average radius of the entire siltation zone, the greater the impact on soil consolidation.

[0188] The influence of siltation coefficient on soil consolidation degree is as follows: Figure 9 As shown in the figure, the soil consolidation curves for different siltation coefficients show similar trends over time. However, as the siltation coefficient increases, the soil consolidation decreases over the same period, but the rate of decrease gradually slows. For example, at a consolidation time of 100 days, the consolidation degrees are 84.76%, 80.05%, 75.41%, 72.80%, and 71.01%, respectively, as the siltation coefficient increases from 50 to 400. This is because as the siltation coefficient increases, the permeability coefficient of the silted area decreases, which slows the dissipation of excess pore water pressure in the silted area and reduces the consolidation rate.

[0189] The effect of dredged silt volume compression coefficient on soil consolidation degree is as follows: Figure 10 As shown in the figure, as the volume compression coefficient of dredged silt increases, the consolidation degree of the soil gradually decreases at the same time, and the reduction rate gradually decreases in the early stage of consolidation, while the reduction rate gradually increases in the later stage of consolidation. This shows that as the volume compression coefficient increases, the consolidation rate of dredged silt gradually decreases, and the reduction degree is more obvious in the early stage of consolidation.

[0190] The influence of PVD influence radius on soil consolidation degree is as follows: Figure 11 As shown. The smaller the PVD influence radius, the denser the PVD layout. Correspondingly, the greater the slope of the consolidation curve in the initial consolidation stage, the faster the consolidation speed. For example, when the influence radius is 0.3m, the consolidation degree reaches 99.19% after 100 days, and the consolidation is completed. At this time, the consolidation degree corresponding to the influence radius of 0.7m is 54.44%, and the difference between the two is significant. Therefore, in actual engineering, the consolidation speed can be increased by appropriately reducing the spacing of PVD. In addition, at this moment, the consolidation degree corresponding to the influence radius of 0.4m has also reached 92.56%, and the treatment effect is not much different from that of the influence radius of 0.3m. Therefore, from the perspective of engineering cost, PVD should not be arranged too densely.

[0191] The effect of permeability coefficient of non-clogging area of dredged silt on soil consolidation degree is as follows: Figure 12As shown in the figure, as the permeability coefficient of the dredged silt in the non-clogging area increases, the soil consolidation rate increases significantly, but the increase gradually slows down. For example, after 100 days of consolidation, when the permeability coefficient increases from 2.5×10-9 m / s to 1.25×10-8 m / s, the soil consolidation degrees are 33.23%, 55.39%, 70.18%, 80.05%, and 98.19%, respectively. According to the analysis results, adding an appropriate amount of pollution-free ionic salts to the dredged silt during the dredging process to condition the silt and increase its permeability coefficient is of great significance for accelerating the vacuum preloading process and saving construction time and costs.

[0192] According to the embodiment of the above example and in combination Figures 6 to 12 In the demonstrative examples of the present invention, it was shown that the clogging effect significantly affects the consolidation rate of dredged sludge vacuum preloading. As the maximum radius of the clogging zone and the attenuation coefficient of the clogging zone increase, the clogging zone expands and the soil consolidation rate decreases. Therefore, the impact of the clogging effect should be considered in practical projects. A larger clogging coefficient results in a smaller permeability coefficient in the clogging zone, slower dissipation of excess pore pressure, and slower consolidation of the dredged sludge. As the volume compressibility of the dredged sludge increases, the consolidation rate gradually decreases. A smaller PVD radius of influence results in a faster consolidation rate. Therefore, in practical projects, the consolidation rate can be increased by appropriately reducing the spacing of the PVDs. However, further reducing the spacing of the PVDs has limited effect on improving the consolidation rate after reaching a certain threshold. The permeability coefficient of the non-clogging zone of dredged sludge significantly affects the consolidation rate. As the permeability coefficient of the non-clogging zone increases, the consolidation rate significantly increases. Therefore, in practical projects, it is worth considering conditioning the dredged sludge during the sludge removal process to increase the permeability coefficient. This can provide guidance for shortening the vacuum preloading project period.

[0193] Based on the same technical concept, in a second aspect, the present invention further proposes a dredged sludge vacuum preloading device, comprising:

[0194] The data set acquisition module is used to acquire the parameter data set of the dredged sludge to be vacuum preloaded; wherein the parameter data set includes the vertical strain ε, volume compression coefficient m of the dredged sludge v , average excess pore pressure at any depth and duration t;

[0195] An equation building module is used to establish a vacuum preloading radial consolidation equation for the dredged sludge based on the parameter data set; wherein the vacuum preloading radial consolidation equation is expressed by Formula 1, which is:

[0196]

[0197] A radial consolidation degree solving module, configured to calculate the radial consolidation degree of the dredged sludge using the vacuum preloading radial consolidation equation;

[0198] A preloading pressure output module, configured to calculate and obtain the vacuum preloading pressure according to the radial consolidation degree;

[0199] An operation control module is used to perform vacuum preloading operation on the dredged sludge according to the vacuum preloading pressure.

[0200] The dredged sludge vacuum preloading device provided in the embodiments of the present application utilizes the dredged sludge vacuum preloading method of the aforementioned embodiments, and can address the technical issues associated with vacuum preloading of dredged sludge, which can lead to waste of resources or unsatisfactory preloading results due to the inability of conventional empirical methods to cope with the complex and changing sludge characteristics. Compared to the prior art, the beneficial effects of the dredged sludge vacuum preloading device provided in the embodiments of the present application are the same as those of the dredged sludge vacuum preloading method provided in the aforementioned embodiments, and the other technical features of the dredged sludge vacuum preloading device are the same as those disclosed in the aforementioned embodiments, and are not further elaborated here.

[0201] Based on the same technical concept, in the third aspect, the present invention also proposes a dredged sludge vacuum preloading device, which includes a processor and a memory, and a dredged sludge vacuum preloading program is stored on the memory. When the dredged sludge vacuum preloading program is executed by the processor, the dredged sludge vacuum preloading method described in the first aspect is implemented.

[0202] Reference below Figure 5 , which shows a schematic structural diagram of a dredged mud vacuum preloading device suitable for implementing an embodiment of the present application. The dredged mud vacuum preloading device in the embodiment of the present application may include, but is not limited to, mobile terminals such as mobile phones, laptop computers, digital broadcast receivers, PDAs (Personal Digital Assistants), PADs (Portable Application Descriptions), PMPs (Portable Media Players), vehicle-mounted terminals (e.g., vehicle-mounted control terminals), and fixed terminals such as digital TVs and desktop computers. Figure 5 The dredged mud vacuum preloading equipment shown is merely an example and should not bring any limitation to the functions and scope of use of the embodiments of the present application.

[0203] like Figure 5As shown, the dredged mud vacuum preloading device may include a processing device 1001 (e.g., a central processing unit, a graphics processing unit, etc.), which can perform various appropriate actions and processes based on programs stored in a read-only memory (ROM) 1002 or programs loaded from a storage device 1003 into a random access memory (RAM) 1004. RAM 1004 also stores various programs and data required for the operation of the dredged mud vacuum preloading device. Processing device 1001, ROM 1002, and RAM 1004 are interconnected via a bus 1005. An input / output (I / O) interface 1006 is also connected to the bus. Typically, the following systems can be connected to the I / O interface 1006: input devices 1007 including, for example, a touch screen, touchpad, keyboard, mouse, image sensor, microphone, accelerometer, gyroscope, etc.; output devices 1008 including, for example, a liquid crystal display (LCD), speaker, vibrator, etc.; storage devices 1003 including, for example, a magnetic tape, hard disk, etc.; and communication devices 1009. The communication devices 1009 can allow the dredged mud vacuum preloading device to communicate with other devices wirelessly or by wire to exchange data. Although the figure shows a dredged mud vacuum preloading device with various systems, it should be understood that not all of the illustrated systems are required to be implemented or present. More or fewer systems may alternatively be implemented or present.

[0204] In particular, according to the embodiments disclosed in the present application, the processes described above with reference to the flowcharts can be implemented as computer software programs. For example, the embodiments disclosed in the present application include a computer program product comprising a computer program carried on a computer-readable medium, the computer program comprising program code for executing the method shown in the flowchart. In such an embodiment, the computer program can be downloaded and installed from a network via a communication device, or installed from a storage device 1003, or installed from a ROM 1002. When the computer program is executed by the processing device 1001, the above-mentioned functions defined in the method of the embodiment disclosed in the present application are executed.

[0205] The dredged sludge vacuum preloading equipment provided in this application utilizes the dredged sludge vacuum preloading method described in the aforementioned embodiment. This equipment can address the technical issues associated with vacuum preloading of dredged sludge, which can lead to waste of resources or unsatisfactory preloading results due to the inability of conventional empirical methods to cope with the complex and changing sludge characteristics. Compared to the prior art, the beneficial effects of the dredged sludge vacuum preloading equipment provided in this application are the same as those of the dredged sludge vacuum preloading method described in the aforementioned embodiment. The other technical features of the dredged sludge vacuum preloading equipment are the same as those disclosed in the aforementioned embodiment and are not further elaborated upon here.

[0206] It should be understood that the various parts disclosed in this application can be implemented using hardware, software, firmware, or a combination thereof. In the description of the above embodiments, specific features, structures, materials, or characteristics can be combined in any one or more embodiments or examples in a suitable manner.

[0207] Based on the same technical concept, in a fourth aspect, the present invention further proposes a dredged sludge vacuum preloading system, comprising:

[0208] The dredged sludge vacuum preloading equipment according to the third aspect; and

[0209] A plastic drain board is inserted into the dredged sludge to be vacuum preloaded, and the dredged sludge vacuum preload equipment can apply the vacuum preload pressure to the plastic drain board to perform the vacuum preload operation.

[0210] Furthermore, the dredged sludge vacuum preloading equipment provided in the embodiments of the present application can resolve the technical problem that, when performing vacuum preloading operations on dredged sludge, conventional empirical methods are unable to cope with the complex and changing sludge characteristics, potentially resulting in waste of resources or unsatisfactory preloading results. Compared to the prior art, the beneficial effects of the dredged sludge vacuum preloading equipment provided in the embodiments of the present application are the same as those of the dredged sludge vacuum preloading method provided in the aforementioned embodiments, and the other technical features of the dredged sludge vacuum preloading equipment are the same as those disclosed in the aforementioned embodiment methods, and are not further elaborated here.

[0211] Based on the same technical concept, in the fifth aspect, the present invention also proposes a computer-readable storage medium, on which a computer program is stored. When the computer program is executed by one or more processors, the dredged sludge vacuum preloading method described in the first aspect is implemented.

[0212] The computer-readable storage medium provided in this application may be, for example, a USB flash drive, but is not limited to electrical, magnetic, optical, electromagnetic, infrared, or semiconductor systems, systems or devices, or any combination thereof. More specific examples of computer-readable storage media may include, but are not limited to: an electrical connection with one or more wires, a portable computer disk, a hard disk, a random access memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber, a portable compact disk read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination thereof. In this embodiment, the computer-readable storage medium may be any tangible medium that contains or stores a program that can be used by or in conjunction with an instruction execution system, system or device. The program code contained on the computer-readable storage medium may be transmitted using any appropriate medium, including but not limited to: wires, optical cables, RF (Radio Frequency), etc., or any suitable combination thereof.

[0213] The computer-readable storage medium may be included in the dredged mud vacuum preloading device; or may exist independently without being assembled into the dredged mud vacuum preloading device.

[0214] The computer-readable storage medium carries one or more programs. When the one or more programs are executed by the dredged mud vacuum preloading equipment, the dredged mud vacuum preloading equipment can implement the dredged mud vacuum preloading method described above.

[0215] Computer program code for performing the operations of the present application may be written in one or more programming languages, or a combination thereof, including object-oriented programming languages such as Java, Smalltalk, C++, and conventional procedural programming languages such as "C" or similar programming languages. The program code may be executed entirely on the user's computer, partially on the user's computer, as a stand-alone software package, partially on the user's computer and partially on a remote computer, or entirely on the remote computer or server. In cases involving a remote computer, the remote computer may be connected to the user's computer through any type of network, including a local area network (LAN) or a wide area network (WAN), or may be connected to an external computer (e.g., through the Internet using an Internet service provider).

[0216] The flow charts and block diagrams in the accompanying drawings illustrate the possible architecture, functions and operations of the systems, methods and computer program products according to various embodiments of the present application. In this regard, each box in the flow chart or block diagram can represent a module, program segment or a part of code, and the module, program segment or a part of code contains one or more executable instructions for realizing the specified logical function. It should also be noted that in some alternative implementations, the functions marked in the box can also occur in a different order than that marked in the accompanying drawings. For example, two boxes represented in succession can actually be executed substantially in parallel, and they can sometimes be executed in the opposite order, depending on the functions involved. It should also be noted that each box in the block diagram and / or flow chart, and the combination of the boxes in the block diagram and / or flow chart can be implemented by a dedicated hardware-based system that performs the specified function or operation, or can be implemented by a combination of dedicated hardware and computer instructions.

[0217] The modules described in the embodiments of the present application may be implemented in software or hardware, wherein the name of a module does not necessarily limit the unit itself.

[0218] The computer-readable storage medium provided in this application is a computer-readable storage medium storing computer-readable program instructions (i.e., a computer program) for executing the aforementioned vacuum preloading method for dredged sludge. This computer-readable storage medium can address the technical issue of wasteful resource use or unsatisfactory preloading results due to the inability of conventional empirical methods to cope with the complex and variable properties of sludge during vacuum preloading of dredged sludge. Compared to the prior art, the beneficial effects of the computer-readable storage medium provided in this application are the same as those of the vacuum preloading method for dredged sludge provided in the aforementioned embodiments and are not further elaborated upon here.

[0219] The above description is merely an exemplary embodiment of the present invention and does not limit the patent scope of the present invention. Any equivalent structural transformation made by utilizing the contents of the present invention's description and drawings under the technical concept of the present invention, or directly / indirectly applied in other related technical fields, is included in the patent protection scope of the present invention.

Claims

1. A vacuum preloading method for dredged sludge, characterized in that: The steps include: Obtain a parameter data set of the dredged sludge to be vacuum preloaded; wherein the parameter data set includes the vertical strain ε, volume compression coefficient m of the dredged sludge v , average excess pore pressure at any depth and duration t; The vacuum preloading radial consolidation equation of the dredged sludge is established according to the parameter data set; wherein the vacuum preloading radial consolidation equation is expressed by Formula 1, which is: The radial consolidation degree of the dredged sludge is calculated using the vacuum preloading radial consolidation equation; Calculating and obtaining the vacuum preloading pressure according to the radial consolidation degree; The dredged sludge is vacuum preloaded according to the vacuum preload pressure.

2. The vacuum preloading method for dredged sludge according to claim 1, characterized in that: The step of obtaining a parameter data set of the dredged sludge to be vacuum preloading comprises: The vertical strain ε and the volume compression coefficient m of the dredged silt are collected respectively. v and duration t; According to the obtained permeability coefficient of the clogging area of the dredged silt, an excess pore static pressure equation of the clogging area is established; wherein the excess pore static pressure equation is expressed by Formula 2, which is: γ w is the soil weight, p(z) is the vacuum degree at any depth; k h is the permeability coefficient at depth h; r h is the radius of influence of the siltation area, μ is a constant; The excess pore pressure equation is used to calculate the excess pore pressure of the blocked area to obtain the parameter data set.

3. The vacuum preloading method for dredged sludge according to claim 2, characterized in that: The step of establishing the excess pore static pressure equation of the clogging area based on the obtained permeability coefficient of the clogging area of the dredged silt comprises: According to the obtained permeability coefficient of the clogging area of the dredged silt, the vacuum degree at any depth of the clogging area is obtained; wherein the vacuum degree is expressed using Formula 3, which is: p0 is the vacuum pressure at the top of the clogging area, k1 is the permeability coefficient, z is the depth value at any depth, and H is the depth of the clogging area; An excess pore static pressure equation for the blockage area is established based on the obtained vacuum degree at any depth.

4. The vacuum preloading method for dredged sludge according to claim 3, characterized in that: The step of calculating the excess pore pressure of the blocked area using the excess pore pressure equation to obtain the parameter data set includes: Combined with the set boundary conditions, the excess pore static pressure of the clogging area is calculated using the excess pore static pressure equation; wherein the boundary conditions are expressed using Formula 4, which is: at h (r,z)=-p0.

5. The vacuum preloading method for dredged sludge according to claim 1, characterized in that: The step of calculating and obtaining the vacuum preloading pressure according to the radial consolidation degree includes: According to the radial consolidation degree, the average consolidation degree of the dredged sludge is calculated using Formula 5; wherein the Formula 5 is: is the average radial consolidation degree, u0 is the initial moment Value, u t is the time t Value, u ∞ For the infinite moment value; The vacuum preloading pressure is calculated and obtained according to the average consolidation degree.

6. The vacuum preloading method for dredged sludge according to claim 5, characterized in that: The step of performing vacuum preloading on the dredged sludge according to the vacuum preloading pressure comprises: A vertical drainage board is provided in the dredged sludge, and the dredged sludge is vacuum preloaded by the vertical drainage board according to the vacuum preload pressure.

7. A vacuum preloading device for dredged sludge, characterized in that: include: The data set acquisition module is used to acquire the parameter data set of the dredged sludge to be vacuum preloaded; wherein the parameter data set includes the vertical strain ε, volume compression coefficient m of the dredged sludge v , average excess pore pressure at any depth and duration t; An equation building module is used to establish a vacuum preloading radial consolidation equation for the dredged sludge based on the parameter data set; wherein the vacuum preloading radial consolidation equation is expressed by Formula 1, which is: A radial consolidation degree solving module, configured to calculate the radial consolidation degree of the dredged sludge using the vacuum preloading radial consolidation equation; A preloading pressure output module, configured to calculate and obtain the vacuum preloading pressure according to the radial consolidation degree; An operation control module is used to perform vacuum preloading operation on the dredged sludge according to the vacuum preloading pressure.

8. A vacuum preloading device for dredged sludge, characterized in that: The dredged sludge vacuum preloading device includes a processor and a memory, wherein a dredged sludge vacuum preloading program is stored in the memory. When the dredged sludge vacuum preloading program is executed by the processor, the dredged sludge vacuum preloading method according to any one of claims 1 to 6 is implemented.

9. A dredged sludge vacuum preloading system, characterized in that: include: The dredged sludge vacuum preloading device according to claim 8; as well as, A plastic drain board is inserted into the dredged sludge to be vacuum preloaded, and the dredged sludge vacuum preload equipment can apply the vacuum preload pressure to the plastic drain board to perform the vacuum preload operation.

10. A computer-readable storage medium, characterized in that The storage medium stores a computer program, and when the computer program is executed by one or more processors, the vacuum preloading method for dredged sludge is implemented as described in any one of claims 1 to 6.

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